223 PECKS DR 2016-01-01 MF Import

. . �.., ,��, EVALOATIONS AND RECOhff+�NDATIONS c;Pneral Evaluation Based on the results of our exploration obseravations, it appears that the site is underlain by fill soils which may extend to depths of 11 feet or more below the current pad grade. In our opinion the fill soils are not suitable for support of the proposed structure. Foundation loads should be carried through the fill to the underling dense to very dense natural bearing soils. Alternatives for transfering structural support to the bearing soils include drilled piers and deep spread footings. Based on our discussions with you we have included recommendations only for deepened spread footing foundations. The existing slope along the northeast side of the building pad appears to be constructed from non-engineered fill soils which have been pushed out over the native soils. In our opinion the slope is oversteep, has not been properly constr.ucted and is potentially unstable. The most recent fill soils should be removed from the slope and the underlying vegetation (including the alder saplings) should be stripped out. The slope should then be stabilized using a structural fill buttres keyed into dense native soils below the slope and provided with adequate subsurface drainage. The proposed residence should be setback from the stabilized slope at least 15 feet measured horizontally to the slope face. Specific recommendations £or design of the � buttres slope stabilization can be provided based on additional slope explorations and a suitable topographic map of the slope area. snrParl Footina Foundations Conventional spread footings founded on undisturbed dense to very dense natural glacial soils should provide good support for the proposed structure. Suitable bearing soils were encountered at depths ranging from about 5 to 11 feet bElow the existing building pad surface at the testpit locations. All footings should be founded at least 18 inches below the lowest adjacent final grade. Continuous wall footings should be at least 16 inches wide and may be designed based on an allowabe bearing pressure of 2000 psf.